Development of High Performance Precast/Prestressed Bridge Girders

181 Pages·2016·5.87 MB·English

by  Amin K. Akhnoukh

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Construction Systems -- Dissertations & Theses Construction Systems
12-5-2008
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Amin K. Akhnoukh
University of Nebraska, [email protected]
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DEVELOPMENT OF HIGH PERFORMANCE
PRECAST/PRESTRESSED BRIDGE GIRDERS
By

Amin K Akhnoukh

A Dissertation

Presented to the Faculty of
The Graduate College at the University of Nebraska
In Partial Fulfillment of Requirements
For the Degree of Doctor of Philosophy
Major: Construction Engineering

Under the Supervision of Professors:
George Morcous
Maher Tadros

Lincoln, Nebraska
December, 2008
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TABLE OF CONTENTS
Table of Contents…………………………………………………………………………i
List of Tables…………………………………………………………………………….vii
List of Figures…………………………………………………………………………...viii
Acknowledgments. ..…………………………………………………………..………...xii
Dedication………………………………………………………………………………xiii
Abstract……………………………………………………………………………………1
Chapter 1: Introduction……………………………………………………………………3
1.1 Introduction……………………………………………………………………3
1.2 Research Outlines……………………………………………………………..4
1.2.1 Large Diameter (0.7 in.) Strands………………………………………..4
1.2.2 High Strength Concrete…………………………………………………6
1.2.3 The Performance of Grade 80 WWR Compared to Random Steel Fibers
in Girder Shear Performance………………………………………………….7
1.3 Research Significance…………………………………………………………8
1.4 Outlines of the Report………………………………………………………..10
Chapter 2: Literature Review…………………………………………………………….11
2.1 Transfer Length………………………………………………………………11
2.2 Development Length…………………………………………………………14
2.3 History of Transfer and Development Length Formula……………………..15
2.4 Current AASHTO LRFD Transfer and Development Length Equations……30
2.5 Factors Affecting Transfer and Development Length……………………….35
2.5.1 Design Parameters…………………………………………………36
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2.5.2 Material and Production Parameters………………………………36
2.6 Effect of Transverse Reinforcement on Development Length……………...41
2.7 Strand Pullout Tests…………………………………………………………45
2.7.1 Mustafa Pullout Test (1974)………………………………………46
2.7.2 Concrete Technology Corporation (CTC) Pullout Tests (1992)….46
2.7.3 The University of Oklahoma Test Program (1997)………………46
2.7.4 Stresscon Test Program (1997)…………………………………...47
2.7.5 Barnes et al. (1999)……………………………………………….48
Chapter 3: Transfer and Development Length of 0.7 in. strands……………………….53
3.1 Proposed Confinement Equation for Prestressing Strands………………....53
3.2 Theoretical Validation of Strands Confinement Equations………………...56
3.2.1 NU Girders Using 0.6 in. Strands………………………………..56
3.2.2 Full-Scale Testing of NU Girders fabricated with 0.7 in. strands.59
3.2.2.1 Girder A – First I-Girder Fabricated with 0.7 in.
Strands in North America……………………………………….59
3.2.2.2 Girder B – Pacific St. Bridge Project NU900 I-Girder….61
3.3 Pullout Test of 0.7 in. Strands……………………………………………….64
3.3.1 Specimens Design and Fabrication………………………………..64
3.3.2 Pullout Test Setup…………………………………………………69
3.3.2.1 0.7 in. Chucks…………………………………………....70
3.3.2.2 Using Grip Insert and 0.7 in. Chuck……………………..71
3.3.2.3 Using Hydraulic Jack, 9 in. Long Grip Insert, and 0.7 in.
Chuck…………………………………………………………….72
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3.3.3 Results of Strands Pullout Tests…………………………………...75
3.3.3.1 Pretensioned Specimens Set #1………………………….75
3.3.3.2 Pretensioned Specimens Set #2………………………….78
3.3.3.3 Non-Prestressed Specimens Pullout Test………………..80
3.3.4 Statistical Analysis for Pullout Test Results……………………….82
3.3.5 Comparison of Different Pullout Test Results…………..................83
3.4 Transfer Length………………………………………………………………84
3.4.1 Specimens Fabrication……………………………………………..84
3.4.2 Application of Prestress and Surface Strain Measurement………..86
3.4.3 Construction of Surface Compressive Strain Profile……………...86
3.4.4 Transfer Length Measurement Results……………………………91
3.4.5 Transfer Length Conclusions……………………………………...94
Chapter 4: Developing High-Strength Concrete for Precast/Prestressed Bridge Girders.95
4.1 Introduction………………………………………………………………….95
4.2 UHPC Mix Constituents…………………………………………………….96
4.3 UHPC Material Properties…………………………………………………..97
4.3.1 Permeability of Cracked Concrete by Rapoport et al……………..98
4.3.2 Strand Development by Steinberg and Lubbers…………………..98
4.3.3 Fiber Orientation Effect on Mechanical Properties by Stiel et al…99
4.3.4 HPC and UHPC Static and Fatigue behavior in Bending by
Lappa et al………………………………………………………………100
4.4 Relevant Girder Testing Research programs……………………………….100
4.4.1 AASHTO Type II Girders by Tawfiq…………………………….100
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4.4.2 AASHTO Type II Girders by Hartman and Graybeal……………101
4.4.2.1 UHPC Girder Flexure Testing………………………….101
4.4.2.2 UHPC Girder Shear Testing……………………………103
4.4.3 Shear Capacity of UHPC I-Shape Girders by Hegger……………104
4.4.4 UHPC Girder Optimization………………………………………105
4.5 Development of Economic High Strength Concrete Mixes………………..107
4.5.1 HSC Mix by Ma and Schneider…………………………………..107
4.5.2 Developing Cost-Efficient Non-Proprietary HSC Mix by
Kleymann et al………………………………………………………….107
4.5.3 Self-Consolidating Concrete Mixes for Bridges by Nowak et al...109
4.5.4 Non-Proprietary HSC Mixes by Hawkins and Kuchma………….110
4.6 Development of Economic Self-Consolidating HSC mix………………….111
4.6.1 Developing of HSC Mixes………………………………………..112
4.6.2 Developing of User-Friendly Mixing Procedures………………...113
4.6.3 Optimizing Mix Proportions……………………………………...115
4.6.4 Minimizing Material Cost………………………………………...117
4.7 Material Properties of Developed HSC Mixes……………………………..120
4.7.1 Compressive Strength (f ’) (ASTM C39)………………………....120
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4.7.2 Modulus of Elasticity (MOE) (ASTM C469)…………………….122
4.7.3 Split Cylinder Cracking Strength (ASTM C496)………………...124
4.7.4 Modulus of Rupture (MOR) (ASTM C78)……………………….125
Chapter 5: The Use of Welded Wire Fabric as Shear Reinforcement of
Precast/Prestressed I-Girders……………………………………………….127
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5.1 Introduction…………………………………………………………………127
5.2 Background and Previous Work……………………………………………129
5.3 Test Specimens……………………………………………………………..130
5.4 Girders Fabrication…………………………………………………………132
5.5 Test Setup…………………………………………………………………..135
5.6 Shear Test Results………………………………………………………….136
5.6.1 Girder A Test Results…………………………………………….136
5.6.2 Girder B Test Results………………………………………….…137
5.7 Failure Mechanism ………………………………………………………...138
5.8 Analytical Investigation…………………………………………………….140
5.8.1 Theoretical Capacity of Tested Specimens……………………….140
5.8.1.1 Concrete Contribution to Shear Capacity, V ..................140
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5.8.1.2 WWR Contribution to Shear Capacity, V ……………..142
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5.8.2 Economical Analysis of Using WWR in Shear Reinforcement….143
5.8.2.1 HSC Mix Material Cost………………………………...143
5.8.2.2 WWR Cost……………………………………………...143
5.9 Comparison of WWR and Random Steel Fibers…………………………...144
5.9.1 Shear Capacity……………………………………………………144
5.9.2 Economical Comparison………………………………………….145
Chapter 6: …………………………………..………………………………………….146
List of Symbols…………………………………………………………………………148
References………………………………………………………………………………149
Appendix A……………………………………………………………………………..160
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Appendix B……………………………………………………………………………..165
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LIST OF TABLES
Table 1.1: HSC girder cost analysis vs. regular concrete girders………………………..9
Table 2.1: Different proposed formulas for transfer length……………………………..31
Table 2.2: Different proposed formulas for development length………………………..32
Table 3.1: Concrete mix design used in fabricating pullout specimens…………………68
Table 3.2: Pullout test results (specimens set #1)……………………………………….76
Table 3.3: Pullout test results (specimens set #2)……………………………………….79
Table 3.4: Pullout test results (non-prestressed specimens)……………………………..81
Table 3.5: Statistical analysis of pullout test results……………………………………..82
Table 3.6: Transfer length specimen details…………………………………………......86
Table 3.7: Live-end transfer length of specimens………………………………………..91
Table 3.8: Dead-end transfer length of specimens……………………………………….92
Table 4.1: UHPC mix composition (Publication No. FHWA-HRT-06-103)……………97
Table 4.2: Material constituents of mixes 5 through 11………………………………..115
Table 4.3: Material constituents of mixes 13 through 19………………………………118
Table 4.4: Selected HSC mixes………………………………………………………...120
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LIST OF FIGURES
Figure 1.1: Pacific Street and I-680 Bridge, Omaha, Nebraska…………………………...4
Figure 1.2: Moment capacity vs. girder strength at variable strand size and 4 ksi deck….6
Figure 1.3: Alternative Bridge Designs
Figure 2.1: Adhesion between prestressing strands and concrete (Russell and Burns,
1996)……………………………………………………………………………………..11
Figure 2.2: The wedging (Hoyer) effect (Russell and Burns, 1996)…………………….12
Figure 2.3: Mechanical interlock (Salmons and McCrate, 1973)……………………….13
Figure 2.4: Interrelation between forces causing bond (Russell and Burns, 1996)……..14
Figure 2.5: Variation of stress from the end of the strand (Gross and Burns, 1995)……15
Figure 2.6: Transfer length vs. concrete final strength (0.7 in. strands)………………....33
Figure 2.7: Transfer length vs. strand diameter (concrete final strength = 8 ksi)………..33
Figure 2.8: Development length vs. concrete final strength (0.7 in. strands)……………34
Figure 2.9: Development length vs. strand diameter (concrete final strength = 8 ksi)…..34
Figure 2.10: Pullout test block details (Barnes et al., 1999)……………………………..49
Figure 2.11: Finished pullout test block (Barnes et al., 1999)…………………………...50
Figure 2.12: Pullout test setup (Barnes et al., 1999)……………………………………..51
Figure 3.1: Pullout force acting on strands bottom row at section ultimate capacity……53
Figure 3.2: Vertical force applied by transverse steel……………………………………54
Figure 3.3: NU900 section details – girder A……………………………………………60
Figure 3.4: NU900 loading (flexure testing)……………………………………………..61
Figure 3.5: NU900 girder (Pacific St. Project, Reiser 2007)…………………………….62
Figure 3.6: Transverse reinforcement at girder ends (Reiser, 2007)…………………….63